measurement and analysis of moisture migration characteristics in subgrade of excavation section

JOlUnal of Highway and Transportation Research and Development Vol.8.No.1(2014)021

Measurement and Analysis of Moisture Migration Characteristics in Subgrade of Excavation Section *

YAN Jia-jun (llno{3t) " GUAN Hong-xin (Jt�1�) 1 , , ,ZHANG Guo-bin (5*OO�) 2,

XU Cong-jia (�lA�O " KUANG Jiao-jiao( @;f&:filO 1 (1. School of Traffic and Transportation Engineering, Changsha University of Science & Technology, Changsha Hunan 410004, China;

2. Zhangzhuo Expressway Zhangjiakou Administrative Department, Zhangjiakou Hebei 076100, China)

Abstract: To cope with the phenomenon of moisture imbalances in subgrades due to excavation, the resistivity of different exca

vation subgrades (deep excavation section, shallow excavation section, and cut-and-fill transition section) at different vertical

depths pre- and post- excavation of blind drains were measured using temperature and resistance sensors laid in test sections of

the Zhangjiakou-Zhuozhou expressway project. The moisture migration characteristics in excavation subgrades were analyzed by

developing the relation between resistivity and moisture content from laboratory experiments. The analysis results show that (1)

the moisture contents in subgrades in late autumn and early spring increases with an increased excavation depth, which is due to

the combined effect of the temperature and water supply from excavation slopes; (2) blind drains and the roadbed replacement

depth contribute to the suppression of moisture migration in excavation section subgrades, which can improve the work state of

the subgrade; (3) summer rainfall significantly influences moisture migration in deep excavation section subgrades and cut-and

fill transition section subgrades; the moisture content in summer significantly increases compared with that in the other seasons;

the influence of seasonal factors on moisture migration in deep excavation section subgrades is significantly stronger than that in

cut -and -fill transition section subgrades.

Key words: road engineering; moisture migration; resistivity method; excavation subgrade; engineering measure

1 Introduction

The variation of moisture content in subgrades is a

main factor that significantly affects the strength and sta

bility of subgrades. Many studies have shown that the

variation characteristic of moisture content can be reflec

ted by the variation of the resistance in subgrades. Mois

ture migration makes the subgrades in dry and moist con

ditions worse than those in the design phase, which is

clearly observed in seasonally frozen regions where the

roadbed's frost damage is truly influenced by the moisture

content[1]. Therefore, the study of moisture migration

characteristics in seasonally frozen regions is of great im

portance to guarantee sub grade stability.

Many scholars have studied the moisture migration

in subgrades. Wang investigated the mechanism of frozen

fringe and thaw fringe, after which he then developed a

two-dimensional numerical model [1]. He also analyzed

the influence of moisture content variations on the tem-

Manuscript received July 16, 2013

perature field in soil, especially on thennophysical pa

rameters. Subsequently, he proposed a calculation model

to couple water and heat of the frozen soil roadbed [2J .

Zhang studied the moisture migration variation of express

way sub grades in seasonally frozen regions, and then de

veloped a regular recognition relationship between road

bed frost damage and moisture content[3J• Based on field

moisture content monitoring, frost depth monitoring, soil

temperature monitoring, and laboratory experiments,

Yuan studied the moisture migration in seasonally frozen

grounds in Jilin Province[4J• Xiao found that multiform

caused the pavement degradation in excavation sections

of hilly areas[5J• Based on the basic soil properties of

compacted loess, Jing measured the moisture distribution

in loess soil at different compaction degrees under the

condition of ponding infiltration with 'Y rays, then a rele

vant law was passed that provided an important theoreti

cal foundation for the comprehensive design of subgrade

drainage[6J• Wang discussed the moisture migration in

� Supported by the Hebei Province Traffic Science and Technology Projects (No. Y -2010137)

� � E-mail address: 779423062@qq. com

J. Highway Transp. Res. Dev. (English Ed.) 2014.8:21-27.

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22 Journal of Highway and Transportation Research and Development

unsaturated loess under the influence of temperature[7] .

Kong tested the moisture migration characteristics of

closed -systems and opening-systems under constant tem

perature and freezing process conditions[8]. Tong ana

lyzed some engineering treatment measures to protect the

frost destruction of buildings[9]. Scholars outside China

have also studied moisture migration and the relevant the

ory of frozen ground [10 12J.

The decrease in the subgrade strength induced by

the submergence of groundwater into subgrades or road

beds of excavation sections is the main reason for the dis

ease affecting subgrades and pavements. Therefore, it is

important to investigate the characteristics of moisture mi

gration in excavation sections and to extensively study va

rious engineering treatment measures. However, there is

little research regarding moisture migration characteristics

in excavation sections of expressways.

In this paper, the moisture migration characteristics

in different excavation subgrades will be comparative an

alyzed, and the influence of engineering measures, In

cluding blind drains and cut-and-fill replacement, on

moisture migration will also be explored using the resis

tivity method in-situ to test the moisture content at differ

ent locations and different depths in test sections of the

Zhangjiakou-Zhuozhou expressway.

2 Test methods on site for moisture content

2. 1 Basic principles of moisture content test and its

determination process

Under natural conditions, the resistance of undis

turbed soil is influenced by many factors. According to

previous research, the main factor affecting the resistance

value is the variation of moisture content. Therefore,

moisture content variation characteristics can be reflected

by the variation of resistivity values in sub grade soil. Ac

cording to the basic principles of the moisture content

test, moisture content is measured using a grounded re

sistance measuring instrument. The test scheme is shown

in figure 1. The suitable insertion depth Lm of an elec

trode and the vertical minimum interval H m between two

adjacent electrodes were detennined from laboratory

tests. The spheroid centering on the electrode tip is the

influence scope to detect the sensor's electric field, and

the measurement result is very sensitive to the insertion

depth of the electrodes and changes in the vertical inter

val. Based on this, the electrodes with different Land H were laid in a laboratory soil mold, and the calculation

formula of visualresistivity is as follows:

b.UMN p, = KAB -[- (I)

where, I is the supply electric current, �UMN is the po

tential difference between the testing electrodes M and

N, and KAB is the electrode coefficient with a reference

value of 1. 256. By analyzing the resistivity with different

L and H, we obtain the value of Lm and to be Lm = 20 ern,Hm = 20 ern.

Subgntde top

Sub grade

soil

Fig. 1 Layout of moisture content measurement

system (unit: cm)

In this way, the visual resistivity can be measured

by laying electrodes in subgrade soil at different vertical

depths. Then, the relationship between the moisture con

tent and resistivity can be developed through laboratory

calibrations. Lately, subsequent field tests for the resis

tivity of soil have been used to analyze the variation char

acteristics of moisture content.

2. 2 Test section and sensor-laying scheme

The Zhangjiakou-Zhuozhou expressway connects

Zhangjiakou City with many provinces in Northwest Chi

na. There are two lanes in each direction, and it was de

signed for vehicle speeds of 100 krn/h and 80 krn/h, de

pending on the topographic condition. To cope with the

phenomenon of moisture imbalances in sub grades due to

excavation, the resistivity of different excavation sub

gradesat different vertical depths pre and post excavation

of blind drains were measured using temperature sensors

and resistance sensors laid in a test section of the


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YAN lia-jun , et al: Measurement and Analysis of Moisture Migration Characteristics in Subgrade of Excavation Section 23

Zhangjiakou-Zhuozhou expressway. The relationship be

tween moisture content and resistivity was detennined u

sing laboratory calibration. The variation characteristics

of the moisture content were also analyzed.

2. 2. 1 Test section and engineering measnres

Different depths of replacement soil were set in three

test sections to comparatively analyze the characteristics

of moisture migration.

Test section I is from K37 + 820 to K37 + 920,

which is a cut-and-fill transition section. The replace

ment soil depth is 120 cm, which includes 60 cm graded

gravel and 60 cm graded gravel mingled with 3% lime.

Test section 2 is from K37 + 920 to K38 + 020,

which is a shallow excavation section. The replacement

soil depth is 150 cm, which includes 60 cm graded grav

el aod 90 cm graded gravel mingled with 3% lime.

Test section 3 is from K38 + 020 to K38 + 120,

which is a deep excavation section. The replacement soil

depth is 180 cm, which includes 60 cm graded gravel

and 120 cm graded gravel mingled with 3% lime.

2. 2. 2 Sensors layout

(1) The layout of measuring points for moisture con

tent test

Moisture migration in excavation section subgrades

is mainly manifested in the change of the soil moisture

content. Transverse sections A, B, and C were selected,

which respectively represented the deep excavation sec

tion, shallow excavation section and cut-and-fill transi

tion section. The electrodes were laid into both side walls

of the blind drain under the replaced subgrade. The verti

cal interval and insertion depth of electrodes were shown

in chapter 2. 1.

(2) The layout of measuring points for temperature test

Temperature sensors were laid every other 20 cm in

the vertical depth range of 3 m at the junction transverse

section of test sections 2 and 3. Moreover, temperature

sensors were also laid at a distance of 2. 5 m to the left

side of cross sections A, B, and C. The locations at

which these sensors were laid are shown in figure 2, a

mong which No. W - ® were measuring points for the

moisture content test while No. (1) - (4) were measur

ing points for the temperature test.

2. 3 Laboratory calibrations of moisture content

The insertion depth and vertical minimum interval of

Excavation slope 'A 'B ' C [�-- - - -- - - - �--- -----rzr� G- Q. T -O �

I Blind drain 1'0 L-------��------�m

®() � W (1) (2)

o @(3) (�f('1)

-- -- -- -- -- -- Road midline

Fig.2 Layout of sensors in test section

moisture content sensors are shown in chapter 2. 1. A la

boratory calibration model was designed as a cuboid with

dimensions of 100 cm high, 40 cm long, and 40 cm

wide. Four circular holes with diameter of 15 mm were

drilled on the same side of the cuboid, whose insertion

depth was 20 cm and minimum interval was 20 cm. The

moisture content of in-situ soil samples was tested in a la

boratory, and the results show that the moisture content

ranges from 14% to 24%. Calibration models with vari

ous moisture content values were made by drying, sprin

kling, curing and compacting. To maintain the compac

tion standard and guarantee the uniformity of compact

ness between on-site construction and laboratory calibra

tion tests, the compaction test was conducted to obtain

the maximum dry density of the soil. The testing data are

shown in figure 3. The fonnula relating the moisture con

tent and resistivity is as follows:

800

j�' 600 > 'ii1

.� 400

.. 200 � :>

0

w= 6. 45 - In p

6 0. 0972

+ .

Fitting curve

9 11 13 15 17 19 21 fvloistllle contenl (?'o)

Fig.3 Laboratory calibration result of moisture

content and resistivity

(2)

3 Test resnlts and analysis of moisture migration

characteristics in excavation subgrade

The temperature and moisture content sensors were

laid according to chapter 2. 2. 2. The data were collected

every 2 days for three time periods which range from 11 -

24 -2010 to 12 - 28 - 2010, from 03 - 27 - 2011 to 04 -

14 - 2011 and from 07 - 27 - 2011 to 08 - 29 - 2011, re

spectively. The data were collected at different locations

at various slope excavation sections. Based on the data,


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moisture migration characteristics in excavation subgrades

were analyzed. During the test process, real-time tem

perature, weather conditions, and accumulated rainfall

were also obtained.

3. 1 Regularity of moisture migration in vertical di

rection at different depths of subgrade sid slope

Measuring points 2, 4, and 6 were close to the bot

tom of the slope, which had a gradually increasing exca

vation depth. The measurement results of the moisture

content are shown in figure 4. There exists a specific val

ue for the measuring point's vertical depth. When the

depth of the measuring point is greater than this value,

the moisture content in early spring is greater than that in

late autumn. Based on figure 4, the relationship between

the depth and moisture content difference � W is as

shown in figure 5. In figure 4, the depth corresponding

to � W = 0 in figure 5 is considered to indicate the turning

point of the moisture content from late autumn to early

spring. This turning position is called the critical depth

of moisture migration, and is used to characterize the

moisture migration strength. The moisture migration's

critical depth for measuring points 2, 4, and 6 is 1. 0 m,

0. 6 m, and O. 5 m respectively. Figure 5 shows that �W increases with increasing excavation depth. In addition,

the temperature variation amplitude �T between early

spring and late autumn was calculated based on the tem

perature test results, which are shown in figure 6. We

observe that �T decreases with increasing vertical depth

and increasing excavation depth.

� " I , ,, C 15 B 12 § 9 � 6 � 3 ·0 0 :os 0

-+- Measuring p oint 2 : Early sp ring --- Measuring p oint 2 : Late autlllIlll --A- Measuring p oint 4: Early sp ring -N- Measuring p oint 4: Late autlllIlll -{!)-- Measuring p oint 6 : Early sp ring

� 0.5 1 1.5 2 2.5

Dopth (m)

Fig. 4 Vertical moisture migration at measuring points for

different slope excavation depths

For each point, �T tends to be stable when the

depth of the measuring point is greater than the vertical

value. The reason is that the moisture supply from the

slope side to the measuring point reaches equilibrium in

2

" �'O' 0 ·0 � ·1

2 2.5 E1> 'E:J ·2 " 5 ·3 -+- Measuring p oint 2 � § .g u ·4 ___ Measuring p oint 4

is ·5 ....... Measuring p oint 6 ·6

Fig.5 Moisture content differences between early spring and

late autumn at measuring points 2, 4 and 6

2.5 -+-Deep excavation section

___ Shallow excavation section

o L-��--��--� o 0.5 1.5 2 25

Depth (m)

Fig.6 Temperature differences between early spring and

late autumn at different excavation depths

early spring and late autumn. Moreover, free moisture

migrates from the lower point to the upper freezing front

area under the negative condition. Above the critical

depth, part of the free moisture that migrates is frozen, and cannot be tested, resulting in the decrease in � W.

In figure 4, the moisture content of measuring points

2, 4, and 6 all increase with increasing excavation

depth. The reason for this is that the moisture supply

from the excavation slope to the measuring point Increa

ses with Increasmg excavation depth. In figure 5, the

moisture content difference � W increases with increasing

excavation depth. In figure 6, it can be seen that the

variable temperature amplitude �T decreases and finally

tends to be stable. The depth for IlT tending to be stable

at all three sections is near 1. 8 m, 1. 6 m, and 1. 0 m,

respectively. Further, the stable values for the three sec

tions are the same, which is roughly the same as the re

sult in figure 5. This is because the soil's temperature in

the excavation subgrade is significantly affected by air

temperature.

From the above-mentioned discussion, moisture mi

gration is stronger with increasing excavation depth,

which more strongly influences the stability of sub grades

and pavements.

3. 2 Influence of seasonal factors on moisture mi

gration

The Zhangjiakou-Zhuozhou expressway is located in


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Hebei province, where the precipitation is primarily

present during the summer. Along with the unique as

pects of the excavation section subgrade, it is imperative

to study seasonal moisture migration.

The moisture migrations in the deep excavation sec

tion and cut-and-fill transition section were compared

based on the actual measured moisture content data, and

the results are shown in figure 7. The moisture content in

summer is obviously greater than that in other seasons,

which indicates that precipitation has a significant effect

on the moisture content. Compared with the cut-and-fill

transition section, the deep excavation section is presen

ted as a concave. Therefore, the water can only pene

trate downwards, which leads to the lower moisture con

tent in its shallow layer soil. Because of the water supply

from the excavation slope to the subgrade, the general

moisture content in the excavation subgrade is obviously

larger than that in the cut-and-fill transition section sub

grade. Therefore, seasonal factors have a greater effect

on the moisture content in the deep excavation section

subgrade than that in the cut-and-fill transition section

subgrade. In addition, compared with the cut-and-fill

transition section, the moisture content distribution along

the depth direction in the deep excavation section is more

concentrated than in other seasons. Therefore, seasonal

moisture migration more obviously influences the stability

of deep excavation section subgrades.

g

Moisture content (%) o 5 1015 20 25

0.4

0.6

0.8 B " 1.0 " 12 --+- Spring

1.4

1.8

(a) Cut-and-fill transition

section

Moisture content (%) o 5 10 15 20 25

0.2 0.4 0.6

S �:� '§.12 Q 1.4

1.6 1.8 2.0

--+-Spring

----Summer �Winter

(b) Deep excavation

section

Fig.7 Influence of seasonal factors on moisture migration

3. 3 Influence of blind drain on subgrade's moisture

migration

Measuring points 3, 5, and 7 are close to the road's

mid-line side of the blind drain, which have the same

cross-section as measuring points 2, 4, and 6, respec-

tively. Moisture content data of measuring points 3, 5,

and 7 in early spring and late autumn are shown in figure

8. The differences in the moisture content � W between

early spring and late autumn are shown in figure 9. Com

paring figure 4 with figure 8, and figure 5 with figure 9 ,

we observe that that moisture content of measuring points

close to the slope ( measuring points 2, 4, and 6) is lar

ger than that close to the road's mid-line side ( measuring

points 3, 5, and 7) . This is because of the existence of

the blind drain truncating the moisture migration path

from the slope to the subgrade. Moreover, the moisture

migration's critical depth for measuring points 3, 5, and

7 is 1. 4 m, 1. 0 m and O. 8 m, respectively. These val

ues are larger than that close to the road's mid-line side.

Moreover, under the moisture content's critical depth,

the difference in the moisture content W of measuring

points 3, 5, and 7 is lower than that of measuring points

2, 4, and 6. These also indicate that the existence of a

blind drain weakens the strength of the moisture migra

tion for the same excavation depth.

18

--+- Measuring point 3: Early sp ring -- Measuring point 3: Later autlllIlll � Measuring point 5 : Early sp ring ---- Measuring point 5 : Later autlllIlll -II'- Measuring point 7: Early sp ring -e- Measuring point 7: Later autlllIlll

'j: 15 "-" "5 " 8 � ·0 :l

Fig. 8

12

9 6

0 0 0.5 1 1.5

D",th (m)

2 2.5

Moisture contents of early spring and late autmnn at

measuring points 3, 5, and 7

� "-" 3 "5 2

� " � 0 2 ·0 ·1 E 1; ·2 --+- Measuring point 3 " � ·3 ___ Measuring point 5 �

-4 --A- Measuring point 7 >Il is Fig.9 Moisture content differences between early spring and

late autumn at measuring points 3, 5, and 7


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3. 4 Inflnence of replacement soil on moistnre mi

gration in excavation subgrade

Measuring point 8 is close to measuring point 7 ,

whose specific location is shown in figure 2. However,

the upper layer soil of the subgrade at measuring point 8

was not replaced by another soil. In order to compare the

influence of the replacement on moisture migration in the

excavation subgrade, the difference in the moisture con

tents between early spring and late autumn was calculat

ed, and the results are shown in figure 10.

3

<0 2 "-� � 01----:-:--;7"��----:---�--__c � o.V/ 1 .5 2 2.5 � -1 J .� -

2 / Depth (m)

..... . --+- fvfeasuring point '7 ,< -3 .r .""

-4 ...... -.-- Measuring point 8

Fig. 10 Influence of replacement on moisture migration of

excavation subgrade

After the replacement of the upper layer soil of the

subgrade, the difference in the moisture content values

within 1 m below the replacement layer are basically the

same. However, the difference in the moisture content of

measuring point 8 is obviously smaller than that of meas

uring point 7 over 1 m below the replacement layer,

namely, the moisture migration strength of measuring

point 8 is obviously weaker than that of measuring point

7. Because the influence of the temperature on the sub

grade soil under the replacement layer is weakened after

replacement treatment, replacement treatment is consid

ered to be practical for reducing the damage caused by

moisture migration.

4 Conclnsions

The resistivity was determined by selecting the test

section and placing a test electrode in three transverse

sections corresponding to different excavation depths.

The relationship between resistivity and moisture content

was detennined by performing a laboratory calibration

test. Then the regular variation of the moisture content at

different vertical depths, seasons, and replacement

depths was obtained. The following conclusions are based

on the analysis of test data:

(1) Ll. W tends to be stable below the critical depth.

Free moisture migrates from the lower layer soil to the

upper freezing front area. These lead to the moisture con

tent in early spring being greater than that in late au

tumn. Free moisture that migrates over the critical depth

is partly frozen, so it cannot be tested, resulting in a re

duction in .6. w.

(2) With an increased excavation depth, the mois

ture content differences .6. W in early spring and late au

tumn all increase. This means that the moisture migration

strength becomes stronger with an increase of the excava

tion depth below the common effects of temperature and

moisture supply from slopes.

(3) By comparing seasonal moisture migration be

tween the cut-and-fill transition section and the deep ex

cavation section, it can be seen that precipitation in sum

mer has a significant effect on these two sections. Moreo

ver, seasonal factors have a greater effect on moisture mi

gration in deep excavation sections relative to that in cut

and-fill transition sections.

( 4) The existence of a blind drain truncates the

moisture migration path from slopes to sub grades , which

results in the moisture content of measuring points close

to the road mid-line side being lower. Moreover, the

moisture content differences between early spring and late

autumn, as well as the moisture migration's critical depth

all decrease after the setting up of a blind drain, which

indicates that the existence of the blind drain weakens

the effect of moisture migration under the same excava

tion depth conditions.

(5) After replacement treatment, the moisture mi

gration strength is obviously weaker than prior to replace

ment treatment. This indicates that replacement treat

ment is suitable for decreasing the damage caused by

moisture migration.

More extensive studies on the specifics and com

plexity of moisture migration in excavation section sub

grades is a goal for future research. The influence of en

gineering treatment measures on moisture migration in ex

cavation section subgrades requires a more comprehen

sive and detailed study.

References

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measurement and analysis of moisture migration characteristics in subgrade of excavation section

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